I wrote some software in Python that basically analyzes any beam that the user enters and determines support reactions/deflections. I accomplish this using stiffness matrices.
However now I want to be able to draw the shear, moment, and deflection diagrams for the same beam. I could probably...
JAE, thats fair. I just have had trouble getting drift to check on multi-story moment frames with brittle cladding in the past when using 50-year interval. If you have a braced frame or shear walls I doubt its an issue.
Can anyone explain to a young engineer WHY dowels are used at control/contraction joints? In my experience, we, like MotorCity, have only used them at construction or cold joints.
All of our control joints are sawn to 1/4 of the slab thickness, with the reinforcing continuous through it (most...
Assuming a 3-span condition, I think you can accomplish 700psf + DL with 8" slab over 3" NC decking. WWF likely wont suffice though. You'll probably need (2) layers of #4 bars @ 12".
And you'll have some very heavy steel below depending on the spans, but thats where I'd start anyways.
Your note looks like a good compromise, provided your precast supplier reads it.
We typically design elevated slabs on metal deck over bar joints. Design load is 125psf majority of the time. Reinforcing is welded wire fabric. What we have noticed, is given these conditions, if you run thru the...
You may get results closer to what you expect if you apply a uniformly distributed axial load to the collector elements instead of a single point load at one or either end of the frame.
This would more correctly model how a diaphragm is distributing load anyways.
This is a fair argument, and I agree. If this is the only answer I receive, I accept it just fine. I just know that there are a lot of people here who understand structural analysis much more so than myself.
I did some searching on this forum for this question before posting, and some...
For a rigid diaphragm, I would agree that a typical floor has mostly the same size joists/beams, so equal stiffness and the tributary area method holds water. I'm curious the argument for when girders come into play or weird framing such as if you have a lot of floor openings.
For a flexible...
Hi all,
When modeling uniformly applied gravity loads to a structure, engineers often distribute them based upon tributary area. However, I have been thinking, whats the theory behind this? Wouldn't a steel deck behave as a flexural member and distribute load to supporting members via beam...
I'm not sure about ASCE 7-16, but in 7-10 I usually design for drift by using (0.7)(0.6)=0.42 for my wind load factor.
The 0.7 is recommended per AISC design guide 3 for a 10-year recurrence interval and the 0.6 is because I design using ASD. Obviously if you design using ultimate loads you'd...
